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Wood Beam <br />LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:RB-5 <br />Project File: 2517 W Huckleberry Rd.ec6 <br />Project Title:2517 W Huckleberry Rd #2 <br />Engineer:CD <br />Project ID: <br />Project Descr:Detached ADU <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : IBC 2021 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.2 <br />875.0 <br />875.0 <br />600.0 <br />625.0 <br />1,300.0 <br />470.0 <br />170.0 <br />425.0 31.210 <br />Analysis Method : <br />Eminbend - xx ksi <br />Wood Species : <br />Wood Grade : <br />Fb + <br />psi <br />psi <br />Fv psi <br />Fb - <br />Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />E : Modulus of Elasticity <br />Ebend- xx ksi <br />Density pcf <br />Load Combination :IBC 2021 <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loading <br />Load for Span Number 1 <br />Varying Uniform Load : D= 0.0160->0.0160 ksf, Extent = 0.0 -->> 4.50 ft, Trib Width = 0.0->1.50 ft, (CRIPPLE WALL ABV) <br />Varying Uniform Load : D= 0.0160->0.0160 ksf, Extent = 4.50 -->> 9.0 ft, Trib Width = 1.50->0.0 ft, (CRIPPLE WALL ABV) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.136: 1 <br />Load Combination D Only <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 4.500 ft <br />5.49 psi= <br />= <br />1,023.75 psi <br />4x6Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination D Only <br />= <br />= <br />= <br />153.00 psi== <br />Section used for this span 4x6 <br />Maximum Shear Stress Ratio 0.036 : 1 <br />8.573 ft= <br />= <br />138.90 psi <br />Maximum Deflection <br />0 <360 <br />2349 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0 in 0Ratio =<360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.046 in Ratio =>=180 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />n/a <br />n/a <br />Span: 1 : D Only <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C iCLx CCCMCF rt <br />Shear ValuesMax Stress Ratios <br />M CDV fbM fvF'b V F'vSegment Length Cfu <br />D Only 0.0 0.00 0.00.0 <br />1.00Length = 9.0 ft 1 0.136 0.036 0.90 1.300 1.001.00 1.00 0.20 138.9 1,023.8 0.07 153.01.00 5.51.00 <br />1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 9.0 ft 1 0.046 0.012 1.60 1.300 1.001.00 1.00 0.12 83.3 1,820.0 0.04 272.01.00 3.31.00 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />D Only 1 0.0460 4.533 0.0000 0.000 <br />Page 17